Consolidation Test Results, Triaxial Permeability Values ... · Consolidation Test Results, Triaxial Permeability Values, and ... Section A - Monitoring Well Location and Abbreviations

Consolidation Test Results, Triaxial Permeability Values, and Particle

Size Distributions

98th Street Ground Water Monitoring Well

Albuquerque, New Mexico

Open File Report #436

Report Prepared at the New Mexico Bureau of Mines and Mineral Resources

William Haneberg Barry Allred

Priscilla Swearingen Amy Gibson

Table of Contents

Section A - Monitoring Well Location and Abbreviations

Monitoring Well Location Unit Abbreviations

Section B - Consolidation Test Results

Description of Consolidation Testing of Undisturbed Samples Tabulated Results of Consolidation Testing Charted Results of Consolidation Testing

Section C - Triaxial Permeability Test Results

Triaxial Hydraulic Conductivity Procedures Tabulated Results of Triaxial Hydraulic Conductivity Testing Hydraulic Conductivity Charts, Particle Size Tables and Charts

Section D - Composite Sample Particle Size Distribution Data

Description of Panicle Size Distribution Analysis Sample Percentage of Gravel, Sand, and Fines Coefficients of Curvature, Coefficients of Uniformity, and Grading page D-4 Particle Size Distribution Tables and Charts page D-5

page A- 1 page A- 1

page B-1 page B-3 page B-8

page C-1 page C-2 page C-5

page D- I page D-3

- Section A - Monitoring Well Location

and Unit Abbreviations

Monitoring Well Location

The monitoring well is located off 98th Street, north of Interstate 40, about 6.5 km west of downtown Albuquerque. This well was installed by the City of Albuquerque, in collaboration with the United States Geological Survey and the New Mexico Bureau of Mines and Mineral Resources. The first borehole at this location was drilled solely for the purpose of obtaining continuous sample core to a depth of 457m (1500 feet). A second larger diameter borehole was drilled 6m offset from the first. Only select intervals were cored in this borehole, which was used for placement of monitoring well piezometers. Mud rotary drilling procedures were used for both holes, and the second, like the first, had a depth of 457m.

Unit Abbreviations

Length: mm - millimeters cm - centimeters m - meters km - kilometers

Weight: g - weight in grams kgi - weight in kilograms

Time: s - seconds

Pressure: kPa - kilopascals

A- 1

- Section B - Consolidation Test Results

Consolidation Testing of Undisturbed Samples

Consolidation testing of undisturbed samples from the 98th Street monitoring well location was accomplished using a SOJLTEST C-252 fixed-ring consolidometer and a Soil Test C-280 consolidation loading device. Samples were selected by visually examining the core, and removing sections that appeared to be representative fine grained material. The samples were moist, and all were quickly wrapped in plastic film to reduce dehydration. Because the core diameter was slightly less than the standard consolidation test sample diameter of 6.3 cm (2.5 inches), the consolidation apparatus was modified to accept diameters of 5.1 cm (2.0 inch). A trimming ring was used to reduce sample diameter to the 5.1 cm value required. All samples were saturated with distilled water prior to laboratory testing. Applied consolidation pressures for the first five tests were 48, 145, 339, 726, and 1500 Wa. For the final four tests, the they were 27, 75, 172, 365, 753, 1140, and 1914 @a. Due to the limited range ofthe consolidation apparatus available, applied loads were substantially less than the in situ vertical stress for each sample. Consolidation parameters determined through testing may therefore differ from actual in situ values. Tests were conducted using standard procedures as described by Das (1983) and Wray (1986).

Consolidation testing is used to determine several important soivsediment parameters. The coefficient of consolidation, Cv, is one of these. The coefficient of consolidation governs the rate of consolidation under a change in applied pressure. Wray (1986) describes two graphical procedures for determining Cv. The equation for the log-of-time method is expressed:

while the expression for the square-root-of-time method is given as:

H, is one-half the initial specimen thickness prior to change in applied pressure, The values of ts0 and t,, reflect the time for 50 Yo and 90 % of total specimen thickness reduction to occur, Cv values were obtained for each of the applied consolidation pressures.

The parameter controlling the total amount of consolidation resulting from an applied load is expressed:

where C,, is the compression index, C,,,. is the recompression index, and Ae is the change in void ratio The values, p1 and p2. are the initial and final consolidation pressures for a given change in load. Due to the limited consolidation pressures that could be achieved using the apparatus available, it was not possible to ascertain whether calculated index values represent compression or recompression.

B- 1

Saturated hydraulic conductivity was another important parameter determined through consolidation testing. The flow rate of water through soil or aquifer material depends on the magnitude of the hydraulic conductivity value. The saturated hydraulic conductivity for each load increment was calculated using ( Terzaghi, 1943; Das, 1983):

where ~ I I . is the specific weight of water, e is the initial load increment void ratio, and aV is the negative local value of the change in void ratio divided by the change in applied pressure, -$. The samples that were tested came from a vertical borehole in flat lying sediments. Therefore, the value given by the above equation represents the vertical component of the hydraulic conductivity tensor.

References:

Das, B. M. 1983. Advanced Soil Mechanics. Hemisphere Publishing Corporation. Washington, DC. 51 1 pages.

Terzaghi, K. 1943. Theoretical Soil Mechanics. John Wiley and Sons. New York, NY. 510 pages.

Wray, W. K. 1986. Measuring Engineering Properties of Soil. Prentice-Hall, Inc. Englewood Cliffs, NJ. 276 pages.

B-2

Tabulated Results of Consolidation Testing of Undisturbed Samples from the 98th Street Monitoring Well Location

Drive 20 Depth = 38.3nt Lithology - 'Silt' Specific Gruvity of Gruins = 2.75 Dry Bulk Density = 1.34 g/cnf' Unconfined Conzpresshe Strength = 306 kPu Slzeur Strengtlt = 49 kP[l Initiul Void Rutio = 1.052 Averuge (Re?)Conzpression Index = 0.151

Consolidation Void Ratio Coefficient of Vertical Hydraulic Pressure Consolidation Conductivity

W a ) (cm'/s) (m/s) 27 0.985 1.25 x loJ 2.15 x 10.~ 75 0.954 3.34 x 10" 4.91 x 10"

172 0.912 1.78 x 10" 3.37 x 10." 365 0.863 1.38 x 10"' 2.69 x 10." 753 0.801 9.26 x 10" 1.18 x 10." 1140 0.761 4.29 x 10.' 3.57 x 10." 1914 0.706 3.92 x 10.; 2.59 x 10."

Drive 24A Depth = 45.8n1 Lithology - 'Silty Sun# Specific Gruvity of Gruins = 2.68 Dry Bulk Density = 1.59 g/cnz3 Unconfined Conzpressive strengtlt = >431 kPu Shew Strength = 2 7 kp(1 Initial Void Rutio = 0.686 Averuge (Re?)Conzpression Index = 0.109


(Wa) (cm'/s) (m/s) 27 0.605 3.07 x 10-3 1.39 x 10.' 75 0.569 2.69 x 10-3 2.21 x 10.~

172 0.53 1.32 x lo3 4.91 x 10"' 365 0.489 1.25 x lo3 2.40 x 10"' 753 0.454 1.04 x lo3 1.24 x 10"' 1140 0.428 7.77 x 10" 6.75 x 10."

Drise 3 7A Depth = 72.4~11 Lithology - 'Silty Clay' SpeciJc Gruvity of Groins = 2.71 Dry Bulk Density = 1.86 g/cm' Unconfined Conzpressive Strength = 396 kPu Shear Strength = 69 kpn Initiul Void Rutio = 0.457 Averuge (Re?) Conzpression Index = 0. I09


27 0.422 1.11 x lo3 1.20 x 10.~ 75 0.406 5.11 x 10" 2.40 x 10"'

( P a ) (cm'/s) (m/s)

172 0.381 1.95 x 10' 6.60 x lo-" 365 0.344 1.77 x 10' 4.00 x lo-" 753 I 0.287 I 9.10 x 10' I 1.50 x 10." 1140 0.259 5.11 x 10" 4.50 x 10.''

I 1914 I 0.221 I 4.46 x 10" I 2.60 x IO"' I

Drive 38A Depth = 74.2n1 Litltology - 'Sun# Specific Grmdty of Gruins = 2.66 Dry Bulk Density = 1.72 g/cnr' Unconfined Conzpressive Strength = 26 kPu Sheur Strength = -- Initinl Void Rntio = 0.547 Averuge (Re?)Compression Int1.s = 0.033


( P a ) (cm?/s) (m/s) 27 0.511 7.80 x 10" 9.80 x 10'

75 0.496 6.04 x 10' 1.85 x 10.' 172 0.486 5.95 x 10.' 6.70 x 365 0.477 5.85 x 10.' 2.90 x lo9 753 0.466 5.76 x 10.' 1.70 x lo9 1140 0.46 1.39 x 10.' 2.49 x 10"' 1914 0.45 8.83 x 10" 1.20 x 10-l0

E-4

Drise 40A Depth = 76. Snz Lithology - 'Very Fine Silt' Specific Gravity of Grains = 2.75 Dry Bulk Density = 1.33 g/cnz3 Unconfined Conzpressive strength = >431 kPa Shear Strength = 81 kPu Initial Void Rutio = 1.068 Average (Re?)Conzpression In& = 0.167

Consolidation Void Ratio Coefficient o f Vertical Hydraulic Pressure Consolidation Conductivity

(Wa) (cm2/s) 48 0.976 3.41 x 10" 4.49 x 10-lo 145 0.921 1.48 x 10' 8.18 x lo-" 339 0.859 9.18 x 10" 2.89 x 10." 726 I 0.794 I 6.19 x 10.' I 1.15 x 10."

~~

1500 0.727 3.47 x 10" 5.51 x lo-"

Drive 4 Depth = 78.Inz Lithology - 'Silt' Spec@ Grmity of Gruins = 2.71 Dry Bulk Density = 1.29 g/cnl" Unconfined Conzpressive Strength = >431 kPu Sheur Strength = j 6 kpu Initial Void Rutio = 1.101 Average (Re?)Conzpression Inrltx = 0.194

Consolidation Void Ratio Coefficient o f Vertical Hydraulic Pressure Consolidation Conductivity

48 1.009 3.85 x lo5 6.45 x 10.~ 145 0.955 1.18 x lo3 6.40 x 10"'

(@a) (cm'/s) (m/s)

339 0.887 7.53 x lo4 2.25 x 10"'

726 0.804 3.01 x 10' 4.78 x 10." 1500 0.719 9.19 x 10.; 7.43 x lo"?

B-5

Drive 5 Depth = 97.3~12 Lithology - 'Fine Snnrl' Specific Gravity of Grains = 2.65 Dry Bulk Density = 1.75 g/cnz3 Unconfined Conlpressive Strength = >431 kPa Sheur Strength = 1 56 kpa Initial Void Ratio = 0.514 Average (Re?)Contpression Inrley = 0.105


P a ) (cm'/s) (m/s) 48 0.504 6.37 x 10.~ 1.23 x 10.' 145 0.435 3.41 x 10" 1.89 x 10.~ 339 0.411 2.32 x 10" 5.24 x 10"' 726 0.381 1.3s x lo5 1.18 x

I 1500 I 0.347 I 7.85 x 10" I 3.99 x 10"

Drise 90C Depth = 154.5n1 Lithology - 'Silt/Cluy ' Specific Gruvity of Grains = 2.70 D y Bulk Density = 1.48 g/cnz3 Unconfined Compressive Strength = >431 kPa Sheur Strength = I56 kPu Initid Void Ratio = 0.824 Average (Re?)Conzpression Inrlev = 0.122


(Wa) (cm'/s) 48 0.766 8.10 x 10" 8.38 x loLo

145 0.728 4.88 x IO" 1.67 x 10"' 339 0.684 1.36 x 10" 2.55 x 10"' 726 0.636 1.15 x 10" 1.36 x 10.'' 1500 0.583 6.74 x 10" 7.31 x 10"'

B-6

Drive 93B Deptlt = 159,2nt Lithology - ‘Fine Sand’ Specific Gravity of Grains = 2.66 Dry Bulk Density = 1.81 g/cm’ VnconJinerl Conzpressive Strength = -- Shear Strength = -- Initiul Void Ratio = 0,470 Average (Re?) Conpression Inrlev = 0.122

Consolidation Conductivity Consolidation Pressure

Vertical Hydraulic Coefficient of Void Ratio

( k w (m/s) (cm’/s) 48

0.395 339 1.45 x 10.’ 5.75 x 10” 0.411 145 5.11 x 5.98 x 10” 0.433

5.67 x 10’~ 5.62 x 10.’ 726 2.56 x 10.’ 4.66 x 10” 0.377 1500 6.97 x 10”’ 2.41 x 10” 0.357

Note: Unconfined compressive strength was measured using a SOILTEST pocket penetrometer. A SOILTEST torvane shear device was used to obtain shear strength values. Drive 4 (78.1111) and Drive 5 (97.3111) samples were obtained from a borehole offset approximately 6m from the coring location. Only select intervals were cored in this borehole, which was used for placement of monitoring well piezometers.

B-7

Drive 20 Consolidation Test Results: Void Ratio and Coefficient of Consolidation vs Applied Pressure

Consolidation Pressure (kPa)

B-8

Drive 20 Consolidation Test Results: Vertical Hydraulic Conductivitty vs Applied Pressure

G 1.OE-8 z z Y

% 3.OE-9

7 1.OE-9

- e > 0 =I

3.OE-10

" 1.OE-I0 0

0

3

-a

.- - 2 3.OE-11

-

1.OE-11 F - -0 3.OE-12 - m

3 1.OE-12 I I I , , I I I I I , , I I

20 50 100 200 500 1000 2000 5000 Consolidation Pressure (kPa)

B-9

Drive 24A Consolidation Test Results: Void Ratio and Coefficient of Consolidation vs Applied Pressure

0.65 -

0.60 -

a A 0.55 - = 2 3

0.50 -

0.45 -

3.5E-3 - - (Y

m <

3.OE-3 5 - > 0

2.5E-3 F 0 m U

2.OE-3 5 v) S 0 0

1.5E-3 Y S a,

I .OE-3 :E % 0

0.40 I I , * , I I I I 1 1 1 1 0

20 50 100 200 500 1000 2000 ' 5.OE-4

Drive 24A Consolidation Test Results: Vertical Hydraulic Conductivitty vs Applied Pressure

'.0E-7 ~

1.OE-8

1.OE-9 :

.- - 0 E 3 1.OE-IO

- 1.OE-11

'E3

I >

(11 0 i


B-11


0.45 1.2E-3 - - 7

v)

N C

- 0.40 -

- 1.OE-3 5 - a

0’ I

3

6.OE-4 - 2

8.OE-4 A -

0 0.35 .- - 0 m Y i Y

0.30 - v) S

0 0

- 4.OE-4 .w

0.25 - 8 al .- - 2.OE-4 .o % 0 0

0.20 - 20 50 100 200 500 I000 2000 5000

- O.OE+O


B-12




0.51

0.50

' 0.49

2 0.48

3 0.47 0.46

0.45

-

- a 0

- .- .Id -

n -

-

- i

0.52 I - 5 ln E i 8.OE-2

1. I

- 6.OE-2 P

E

4.OE-2 6

c 0 m

0 ln S

- -

LC 0 a 4- 2.OE-2 .$ S

5 0

0.44 0

20 50 I00 200 500 I000 2000 5000 O.OE+O


B-14


1.OE-9

1 .OE-I 0

1 .OE-11 I I , , , I I I t , , , I I

20 50 100 200 500 1000 2000 5000 Consolidation Pressure (kPa)

B-15


1 .oo 4.OE-4 - s

3.5E-4 'E 3.OE-4 &

0.95 - -

-

4.' 0.90 -

0 zl *

2 0.85

3 0.80 -

-

D .- - 1.OE-4 Z

0.75 - a, V .-

0.70 I I , , , I I I I I , , I

20 50 100 200 500 1000 2000 Consolidation Pressure (kPa)

O.OE+O

B-16


B-17


< 5.0E-3 - 1 .oo 0.95 a

I

= O 0.90 2 8 'c1 0.85

0.80

0.75

0-

I

t

S 0 m

0 S v)

3.OE-3 x

2.OE-3 6 -

e 0 - Y S - 1.OE-3 $ - E (u 0

0.70 I I , , , I

20 50 100 200 500 1000 2000 O.OE+O


B-18

Z 1.OE-8 c 2 .- .w h 3.OE-9

- v

!=I

>

3 ‘c1

u

v 1.OE-9 7

3.OE-10 V

3

n 2

I > 3.OE-11 -

1.OE-10 :

- 0 1.OE-11

3 3.OE-12 3

:

I , 1 1 1 1 I I I I I I I



-

B-19


0.50

A 0.45 z 2 3

0.40

0.35

0.30 20

7.OE-3 In a

6.OE-3 2 0 Y

5.OE-3 >

0 I:

4.OE-3 % E - 2 3.OE-3 0 e -

2.OE-3 0

O.OE+O 0 0

50 I00 200 500 1000 2000 Consolidation Pressure (kPa)

B-20


G 3.OE-8 2 v

> 1.OE-8 e 7

> 0 3.OE-9 - .- .Id

3 v 8

0 o 1.OE-9 :

= 3.OE-IO - 3 2

0

1.OE-10

.- 2 3.OE-11

I 7

’ E >” 1.OE-11

-

I I , , , I I I I , , , I


B-2 1

Drive 9OC Consolidation Test Results: Void Ratio and Coefficient of Consolidation vs Applied Pressure

0.75

a A 0.70 z rr" 3 2 0.65

0.60

0.80 I 1.OE-3 - -

-

-

-

0.55 I , 1 1 1 1 I I I I I f 1


I O.OE+O

u)

c G E

8.OE-4 -2 > 0

C

6.OE-4 2

4.OE-4 8

m

0 In S

-

P 0 . 4-

2.OE-4 $ C

.- % .. 0

B-22

Drive 9OC Consolidation Test Results: Vertical Hydraulic Conductivitty vs Applied Pressure


B-23

Drive 93B Consolidation Test Results: Void Ratio and Coefficient of Consolidation vs Applied Pressure

0.42

a & 0.40 z 2 9

0.38

0.36

0.44 I 7.OE-2

-

-

I

- a

6.OE-2 -2 E

fn

<

0 >

S

5.OE-2 u m

0 fn

- 4.0 E-2

v- 0

1 1

* S

3.OE-2 .E s$ 0

0.34 ~ 2.OE-2 20 50 100 200 500 1000 2000


0

B-24

Drive 93B Consolidation Test Results: Vertical

B-25

- Section C - Triaxial Permeability Test Results

Triaxial Hydraulic Conductivity Procedures for Recompacted Samples

The hydraulic conductivity of recompacted samples from the 98th street core was measured in a triaxial cell using the constant head method (Das, 1983). Samples that appeared to be visually representative of the sandy portions of the core were chosen for triaxial permeability testing, although we discovered that many of these samples had appreciable fine grained components. (See particle size distribution data provided in this section.) Samples that contained very coarse sand granules were not selected in order to make sure that the typical grain size was much smaller than the diameter of the triaxial samples. Our original intention was to use trimmed undisturbed samples; however, the sandy materials were brittle and intact samples could not be removed from the core. Each sample was manually disaggregated and homogenized, then recompacted in a cylindrical mold to a length of 7.4 to 8.6 cm and a diameter of 3.6 cm. Hydraulic conductivity was measured for flow parallel to the long axis of the sample (i.e., perpendicular to the direction of compaction).

The hydraulic conductivity was measured under confining pressures of approximately 69, 207, 345, 483, and 621 Wa. The head difference for all tests was 1.07 m, which produced an average pore water pressure of approximately 10 kPa. The permeant was tap water. Trials with smaller head differences produced infinitesimally small flow rates and would have resulted in unacceptably long test durations. Because the triaxial cell serves as a flexible walled permeameter and the sample is encased in only a thin latex membrane, attempts to saturate the sample in an empty cell and head difference in excess of 1 m resulted in sample liquefaction. Therefore, we could not measure hydraulic conductivity values for zero confining pressure using the triaxial cell. Each confining pressure was maintained for only a short time, generally less than an hour, so the results obtained represent values for the unconsolidated state.

References:

Das, B. M. 1983. Advanced Soil Mechanics. Hemisphere Publishing Corporation. Washington, DC. 5 11 pages.

c-1

Tabulated Results of Unconsolidated-Drained Triaxial Hydraulic Conductivity Testing of Recompacted Samples from the 98th Street Core

Note: Axial load represents the force exerted by the specimen on the loading ram as the cell pressure is increased. It is negative for compression and positive for tension.

Drive 14B Depth = 29.9nt Packed Density = 1803 kg/nz3 Sample Length = Z40 cnz

Confining Pressure (kPa) Hydraulic Conductivity (m/s) Axial Load (kg,) 69 7.15 x 10” 0.5

207 2.47 x 10.~ -0.5 345 2.05 x 10” -2.3 483 1.88 x 10” -4.1

I 621 I 1.73 x IO’ I -5.9 I

Drive 17B Depth = 3 5 . h Packed Density = 2023 kgh’ Sanzple Length = 7.90 cnz

Confining Pressure (@a) [Hydraulic Conductivity (m/s)l Axial Load (kg,) 69 6.51 x lo6 0.5

207 4.65 x -0.5 ~~ ~~

I 345 I 3.80 x 106 I -2.3 I 483 3.27 x -4.1 621 2.88 x lo6 -5.9

Drive 21B Depth = 41.5,~ Packed Density = 2184 k g h ’ Snntple Lengtlz = 8.34 cnz

Confining Pressure (@a) IHydraulic Conductivity (m/s)I Axial Load (kg,) 69 2.31 x 0.5 207 1.73 x -0.9 345 1.42 x -2.3 483 1.21 x -4.1

621 1.04 x 106 -5.9

c-2

Drive 23A Depth = 44.8n1 Puckerl Density = I 773 kg/m’ Sunlple Length = 8. 56 cnz

Confining Pressure (Wa) Hydraulic Conductivity (m/s) Axial Load (kgr) 69 4.67 x 0.5

207 3.35 x -0.9 345 2.73 x -2.7 483 2.32 x -4.5

I 621 I 2.02 x lo6 I -6.4 I

Drive 25A Depth = 48.8n1 Pucked Density = 1996 kg/nz3 Sample Length = Z91 cnz

Confining Pressure (kPa) Hydraulic Conductivity (m/s) Axial Load (kgr) 69 3.10 x IO6 0

207 1.40 x -0.5 345 1.01 x -2.7 483 s.11 x 10” -4.1

I 621 I 7.04 x 10.~ I -5 I

Drive 25B Depth = 4 9 . 4 ~ ~ Puckerl Density = 2020 Iig/nlJ Sunzple Length = 8.10 cnz

Confining Pressure (kPa) IHydraulic Conductivity (m/s)I Axial Load (kgr) 69 1.47 x 0.9 207 1.22 x -0.9

I 345 I 1.03 x I -3.2 I I

483 8.80 x 10.~ -4.1

Drise 27B Depth = 52. 7n1 Pucker1 Density = 1828 kg/nz3 Sunlple Lengtlt = 8.28 cnz

Confining Pressure (kPa) Hydraulic Conductivity (m/s) Axial Load (kg,) 69 2.05 x 1.4

207 1.69 x -1.4 345 1.57 x -2.3 483 1.49 x -4.1 621 1.45 x -5.9

C-3

Drive 33A Depilt = 62.2nz Packed Density = 1944 kg/nl’ Suntple Length = 8.30 cnz

Confining Pressure (ma) Hydraulic Conductivity (m/s) Axial Load (kg,) 69 8.06 x 10‘~ 0.9 207 5.09 x 10.~ -0.5 345 3.56 x 10.~ -2.7 483 2.1s x lo7 -4.1 621 2.37 x lo7 -5.9 1

Drive 38A Depth = 7 4 . h Pucketl Density = I726 kg/nz’ Sunzple Lengilt = 8.51 cnz

Confining Pressure (kPa) IHydraulic Conductivity (m/s)I Axial Load (kg,) 69 2.55 x lo6 0.9 207 2.76 x lo7 -1.4 345 1.95 X 10” -3.2

I 621 I 9.80 x 10.’ I -5 I

Drive 55B Depth = 102.lnz Packed Density = 1822 kg/nz‘ Suntple Length = 7.40 cnz

Confining Pressure (ma) Hydraulic Conductivity (m/s) Axial Load (kg,) 69 1.86 x 1.4 207 1.49 x -0.5 345 1.34 x -2.3

483 1.23 x 621 1.15 x lo6 -5.9

~~

-4.1

c-4

Triaxial Hydraulic Conductivity Drive 14B at Depth = 29.9m

Initial Density = 1803 kg/mA3

c-5

Mechanical Sieve Analysis of Triaxial Permeability Test Sample

Drive 14B: 29.6m-30.lm

Sample Weight = 140.29 grams

Sieye Number

Grain Diameter

Retained Soil Weight

20 I 0.84 I 0.25 40 0.42 7.92

60 I 0.25 I 38.61 80 0.18 26.28 100 I 0.15 I 20.81 120 0.12 11.22

I I

140 I 0.1 I 13.53

I 200 I 0.07 I 10.12 PAN I - I 11.11

Retained Soil Cumulative

Weight

0.25 8.17

46.78 73.06

93.87 105.09

128.74 139.85

Percent Retained Cumulative Percent Passing

5.82 I 94.18 33.35 66.65 52.08 I 47.92 66.91 33.09 74.91 I 25.09 84.55 15.45

91.77 I 8.23 99.69 -

I mm = millimeters g = grams -

C-6

100

90

80 70

60

50

40

30 20

10

Particle Size Distribution of Triaxial Permeability Test Sample

98th St. Core - Drive 14B: 29.6m-30.1m

O L 0.01

. f- .~ .

I .~ .

0.02 0.03 0.05 0.1 0.2 0.3 0.5 Grain Diameter (mm)

1



3E-6 t \ I

Confining Pressure (kPa)

c-8


Drive 17B: 35.4m-36.0m


Sieye Retained Soil Grain Percent Passing Cumulative Cumulative Number Percent Retained Retained Soil Weight Diameter

Weight

(mm') (g) (g') 20

58.98 41.02 57.33 27.73 0.18 so 78.82 21.18 29.6 24.82 0.25 60

96.58 3.42 4.78 4.43 0.42 40

99.75 0.25 0.35 0.35 0.84

100 I 0.15 I 15.05 I 72.38 I 51.79 I 48.21 120 0.12 18.17 90.55 64.79 35.21 140

- 99.84 139.53 10.7 - PAN 7.82 92.18 128.83 23.15 0.07 200

24.38 75.62 105.68 15.13 0.1

I mm = millimeters

g = grams

c-9

100

90

$ 80

cr) 70 ? S & .I

m 60 m 2 50

* 40 S

8 30

n

W

e tj 20

10


98th St. Core - Drive 17B: 35.4m-36.Om

O L 0.01 0.02 0.03 0.05 0.1 0.2 0.3 0.5 1

Grain Diameter (mm)

Triaxial Hydraulic Conductivity Drive 21 B at Depth = 41.5m

Initial Density = 2184 kg/mA3 I

’CI E 2.6E-6 00 2.4E-6

- 1.4E-6

- .- a 1.6E-6

- E 1.8E-6

- U 2E-6

- 2. 2.2E-6

-

a Y

>

3

1.2E-6 0

- 0

2 a

- -2 - 1E-6

8E-7 I I 1 I I I I” 0 I00 200 300 400 500 600 700 Confining Pressure (kPa)

c-11

Triaxial Hydraulic Conductivity Drive 23A at Depth = 44.8

Initial Density = 1773 kg/mA3 5

E 4.5E-6 - 5E-6

v)

a, 'i: 4E-6 3.5E-6

-

- 2.5E-6

- 2 3E-6

- .w

Y

P >

'CJ C 0

0 3

" 2E-6

I I I I I I I 'CJ

E

-

* 1.5E-6

.- -

0 100 200 300 400 500 600 700 Confining Pressure (kPa)

c-12


Drive 23A: 44.5m-45.lm


Sieve Grain Retained Soil Cumulative Cumulative Percent Passing Number Diameter Weight Retained Soil Percent Retained

I I I I

Weight

40 I 0.42 I 1.11 I 1.32 I 0.93 I 99.07 60 0.25 14.36 15.68 11.06 88.94 so I 0.18 I 25.79 i 41.47 I 29.26 I 70.74 100 0.15 24.22 65.69 46.36 53.64 I I I

120 I 0.12 I 16.42 I 82.1 1 I 57.94 I 42.06 I I 140 I 0.1 I 17.76 I 99.87 I 70.47 I 29.53 I

I I I I I

200 I 0.07 20.68 I 120.55 I 85.07 I 14.93

I mm = millimeters g = grams

c-13

100

90 80

0 70 ? S z'iii 60

2 50

* 40 S 30

20

10

n

W

e

e


98th St. Core - Drive 23A: 44.5m-45.1m

6.01 0.02 0.03 0.05 0.1 0.2 0.3 0.5 1 Grain Diameter (mm)

Triaxial Hydraulic Conductivity Drive 25A at Depth = 48.8m


Confining Pressure (kPa)

C-15


Initial Density = 2020 kg/mA3 5 1.6E-6 3 1.5E-6

- 0 .- 1.2E-6

- 1.3E-6

- % 1.4E-6

- 0

tn .cI

Y

> 5 1.lE-6 - 3 'E)

1E-6 0

-

2 9E-7

0

- a E 'E)

I l I I I I 8E-7

0 100 200 300 400 500 600 Confining Pressure (kPa)

C-16


Drive 25B: 49.0m-49.7m


Sieve Grain Retained Soil Cumulative Cumulative Percent Passing Number Diameter Weight Retained Soil Percent Retained

I 20 I 0.84 I 0 I 0 I 0 I 100 I 40 I 0.42 I 0.48 I 0.48 I 0.33 I 99.67

I 60 I 0.25 I 6.83 1 7.3 1 I 5 I 95 I I I I I I

80 I 0.18 I 15.35 I 22.66 I 15.5 I 84.5 I 100 I 0.15 I 24.93 I 47.59 I 32.55 I 67.45 I

120 I 0.12 I 14.49 I 62.08 I 42.46 I 57.54 140 0.1 19.97 82.05 56.12 43.88 200 I 0.07 I 11.38 I 93.43 I 63.9 I 36.1 I

I PAN 1 - I 51.7 I 145.13 I 99.26 I - I I mm = millimeters

g = grams

C-17

100

90

$ 80 cr) 70

? S z'z 60

50

.cI 40

30

n

W

n C

n 5 20

10


98th St. Core - Drive 25B: 49.Om-49.7m

I .. . ~- "

t

O L 0.01 0.02 0.03 0.05 0. I 0.2 0.3 0.5 1

Grain Diameter (mm)


Initial Density = 1828 kg/mA3 'El

0 0

m

2.1E-6 0 2E-6

- 1.7E-6

- - % 1.8E-6 E

- 3 1.9E-6

- "- L

>

'El

0

a

5 1.6E-6 - 1.5E-6

-

0

3 E 'El

I I I I I I I 1.4E-6

0 I00 200 300 400 500 600 700 Confining Pressure (kPa)

C-19


Drive 27B: 52.6m-53.2m


Number Diameter Weight

I I I 60 I 0.25 I 29.94 29.92 25.34

0.12 14.61 18.82

200 0.07 16.89

PAN I - I 13.34

Retained Soil I Percent Retained I I Cumulative Percent Passing

Weight I 3.63 I 2.37 33.57 21.92 78.08

I 97.63

63.49 I 41.45 I 58.55 I ~

I I

88.83 I 57.99 I 42.01 ~~ ~

103.44 I 67.53 I 32.47 I I I

122.26 ~ ~ .~ ~

I 79.82 I 20.1 8 I ~~

139.15 I 90.85 I 9.15 I I I

152.49 I 99.56 I - I mm = millimeters

o = grams

c-20

100

90

80

13) 70 (?S -v) 60

50

40

30 20

10

n

W

.I

n C

n



--" I ~ . "

Grain Diameter (mm)


Initial Density = 1944 kg/mA3 s 1E-6- 0 0 Q, v) I

.w 7E-7 E"

-

v

S' 5E-7 - z > 0 3 'CI E

6 3E-7

E

- .- - 0

3

m I 2E-7 -


c-22


Drive 33A: 61.9m-62.5m


120

- 99.64 151.7 18.54 - PAN 12.54 87.46 133.16 7.16 0.07 200 17.24 82.76 126 11.43 0.1 140 24.75 75.25 114.57 11.58 0.12


c-23

100

90 $ 80

0) 70

v) 60

n 50

40

30 20

10

n

U

P S g.-

S

n


98th St. Core - Drive 33A: 61.8m-62.5m

Grain Diameter (mm)


Initial Density = 1726 kg/mA3 - n 0 0 a3 v)

E: 5E-6

2E-6 - .I-

- 1E-6 1:

: E 5E-7

0

'CI

0

a

2E-7 -

5 IE-7 E

:

5E-8

0

'CI

I l I I I I I


c-2s


Drive 38A: 74.lm-74.7m


Sieve Number

Grain Percent Passing Cumulative Percent Retained Retained Soil Weight Diameter

Cumulative Retained Soil

Weight

(mm')

96.86 3.14 4.33 4.21 0.42 40 99.91 0.09 0.12 0.12 0.84 20

( O h ) (%) tg) (g')

I I I I I

60 I 0.25 I 21.12 I 3 1.45 I 22.79 I 77.21


C-26

L

100

90 $ 80

70 ? S 4 v) 60

v) 2 50

* 40

30

n

W

N .-

S

e 5 20

10


98th St. Core - Drive 38A: 74.lm-74.7m

O L 0.01 0.02 0.03 0.05 0. I 0.2 0.3 0.5 1

'Grain Diameter (mm)

Triaxial Hydraulic Conductivity Drive 55B at Depth = 102.1 m Initial Density = 1822 kg/mA3

%3- 5 2E-6 !3 \ L 1.8E-6

- CI a

1.6E-6 - v

z > > 0 3 'El S

1.4E-6 -

0" 1.2E-6

r 2

-

0 100 200 300 400 500 600 700

- .- 0 s 'El I I I I I I IE-6

C-28


Drive 55B: 101.8m-102.4m


c Sieve Number

1- 100

I 120 I 140

I 200

I PAN

Grain Diameter

Retained Soil Weight

0.42 I 3.58

0.25 I 25.01 0.18 I 38.09 0.15 I 17.62

0.12 I 16.24 0.1 I 11.57 0.07 I 16.75

- I 12.51

Cumulative Cumulative Percent Passin

Weight Retained Soil Percent Retained I

0.1s I 0.13 I 99.87 3.76 I 2.65 I 97.35

28.77 I 20.24 I 79.76 66.86 I 47.04 I 52.96 84.48 I 59.43 I 40.57 100.72 I 70.86 I 29.14 112.29 I 79 I 21 129.04 I 90.78 I 9.22

141.55 I 99.58 I - 1 mm = millimerers

g = grams

C-29

100

90

$ 80

GI 70 ? S g.-

v) 60 v) 2 50

* 40

30

20

10

n

v

S

L



O L 0.01 0.02 0.03 0.05 0.1 0.2 0.3 0.5 I

Grain Diameter (mm)

- Section D - Composite Sample

Particle Size Distribution Data

Particle Size Distribution Analysis

Mechanical Sieve Analysis:

Prior to sieving, samples were broken-up with a mortar and pestle. A standard set of sieves were used, including numbers 4, 10, 20, 40, 60, 140, and 200. The sample portion retained in each sieve was weighed to determine the distribution of gravel and sand size particles. Fines were collected in a pan placed at the bottom of the stacked sieves. After dry sieving, the fines (silt/clay) were set aside for later use in hydrometer analysis.

Hydrometer Analysis:

Hydrometer analysis was used to measure the silt and clay distribution of the sample that passed through the number 200 sieve. The fines collected in the pan during mechanical sieving were soaked overnight in 125 mL of sodium hexametaphosphate solution in order to disperse the grains. Afterwards, the suspension was placed in a blender for 10 minutes for hrther dispersion. Next, the suspension was diluted to 1000 mL with distilled water, placed in a hydrometer cylinder, and the test conducted using a 152H hydrometer. A hydrometer correction of -3 was used to account for the impact of sodium hexametaphosphate on solution density. The following two equations were used for hydrometer analysis of grain size, d, in millimeters and percent finer than, P,:

Pf =- I OOnR WS

where N is the coefficient of viscosity in poises for water at test temperature, L is hydrometer effective depth in centimeters, G, is the specific gravity of the soil solids (assumed to be 2.65), G!\. is the specific gravity of water at test temperature, t is time in minutes, a is ratio of Gs to 2.65, R is the corrected hydrometer reading, and W, is the dry weight in grams of the sample used in the hydrometer analysis. Wray (1986) provides a thorough description of particle size distribution analysis.

Gradation Analysis:

Sample gradation was determined after calculating the coefficient of curvature, C,, and the coefficient of uniformity, C,. Equations for both coefficients are as follows:

D-1

where D,, is the grain diameter at 10 % passing, D,, is the grain diameter at 30 YO passing, and D,, is the grain diameter at 60 % passing. A sandy sample is considered well-oraded if

If either of these conditions do not hold, then the sample is said to be uniformlv-zraded.

References:

Wray, W. K. 1986. Measuring Engineering Properties of Soil. Prentice-Hall, Inc. Englewood Cliffs, NJ. 276 pages.

Note: These samples (Units 1-21) appear to be composite rotary drill cuttings obtained from the borehole offset approximately 6 meters from the coring location. If this is the case, residual drilling mud may skew the overall results. Coring was done for stratigraphic information, while the rotary drill borehole was used for placement of monitoring well piezometers.

D-2

Percentage of Gravel, Sand, and Fines

Sample Percent Gravel Percent Sand Percent Silt and Clay (greater than 2 mm') (2 mm to 0.074 mm) (less than 0.074 mm)

% % Y O

Unit 1 (452m-457111) 0.9 84.5 14.6

Unit 2 (426111-452m) 0.7 93.4 5.9

Unit 3 (409m-426111) 0.9 89.4 9.7 Unit 4 (393m-409m) 1.2 94.5 4.3

Unit 5 (380111-393m)

8.0 78.4 13.6 Unit 11 (190111-216111)

12.6 63.7 23.7 Unit 10 (216111-229m)

9.1 76.6 14.3 Unit 9 (229111-240111)

5.3 91.0 3.7 Unit 8 (240111-310111)

6.1 87.4 6.5 Unit 7 (310111-328111)

4.2 95.3 0.5 Unit 6 (328m-380m)

5.9 85.3 8.8

I mm = millimeters

D-3

Coefficients of Curvature, Coefficients of Uniformity, and Grading

I Sample I Coefficient of Curvature ICoefficient of Uniformity1 Grading I Unit 1 (452111-457111)

Unit 2 (426111-452111)

Uniform 2.70 0.95 Unit 7 (310m-328m) Uniform 2.33 1.19 Unit 6 (328m-3SOm)

Uniform 3.17 1.23 Unit 5 (3801x1-393111)

Uniform 3.40 1.47 Unit 4 (393111-409111)

Uniform 3.00 0.86 Unit 3 (409111-426m)

Uniform 2.40 1.20

~~ ~~~

1.32 Uniform 4.00

~

Unit 8 (240m-310111)

Tiniform 8.24 0.29 Unit 10 (216111-229111) Uniform 6.67 0.74 Unit 9 (229m-240111)

Uniform 2.69 1.16

I

Unit 11 (190m-216m) I 0.85 ~ .~ ~~~~

I 4.70 I Uniform I Unit 12 (163m-190m) I 1.52 I 9.25 I Well I

~

Unit 13 (141111-163m) I 1.33 I 5.33 I Uniform I Unit 14 (134m-141m) I 1.47 I 7.55

Unit 15 (102111-134111)

Uniform 2.70 1.07 Unit 19 (24m-30m) Uniform 2.78 1.00 Unit 18 (30m-56m)

Uniform 2.84 1.13 Unit 17 (56m-72m)

Uniform 2.74 1.04 Unit 16 (72m-102m)

Uniform 3.00 0.88

D-4

Mechanical Sieve Analysis

Unit #1: 452m-457m (1483'-1500')

Date: 5/29/97

Sample Weight = 150 grams

100 45.87 54.13 81.2 46.9 511.9 465 0.15 140 29.8 70.2 105.3 24.1 266.4 242.3 0.1 200 14.6 85.4 128.1 22.8 381.7 358.9 0.07

PAN - 99.93 149.9 21.8 392 370.2 - I mm = millimeters

g = grams

D-5

Hydrometer Analysis

Unit #1: 452m-457m (1483'-1500')

Date: 6/2/97 Sample Weight for Hydrometer Analysis = 21.8 grams Overall Sample Weight = 150 grams Hydrometer Type = 152H

El;~psed Time Actual Corrected Water Hydrometer Hydrometer Tem~~erature Gravity of Wbter at Test L Specific Viscosity of Grain Percent

Diameter Smaller Percent

Reading Reading Water at Test Teml~er;~ture (Hydrometer (Overall Smaller

Tempernture Saml~le Sample) (-3)

(minutes) ("Celsius) (poises) (centimeters) (millimeters) ("/) ("/)

0.25 25 22 28 0.99623 0.00836 12.2 0.0869 100 .

0.5 21 18 28 0.99623 0.00836 12.9 0.0632 82.6 12

240 I 8 I 5 I 28 I 0.99623 I 0.00836 I 15 22.9 I 3.3 990 7.5 4.5 28 0.99623 0.00836 15.1 0.0015 20.6 3

I 1500 I 7 I 4 I 28 I 0.99623 I 0.00836 15.2 I 0.0013 I 18.3 I 2.7

Particle Size Distribution 98th St. Monitoring Well - Unit I: 452m-457m

0~0001 0.001 0.01 0.1 Grain Diameter (mm)

1 IO


Unit #2: 426m-452m (1399'-1483')

Date: 6/6/97


536.2 499.5

304.1 0.42 391.8

403.3

242.3

200 0.07 358.9 PAN 370.2

~~ ~


Retained Soil Weight Retained Soil Percent Passing Sieve + Retained Cumulative Cumulative Percent

Soil Weight Weight Retained

500.5 1 1 0.67 99.33 305.5 1.4 2.4 1.6 98.4 400.4 8.6 11 7.33 92.67 440.5 37.2 48.2 32.13 67.87 527.5 62.5 110.7 73.8 26.2 263.4 21.1 131.8 87.87 12.13 368.2 9.3 141.1 94.07 5.93

I

379.3 I 9.1 I 150.2 I 100.13 - I

D-S

Hydrometer Analysis

Unit #2: 426m-452m (1399'-1483')


Particle Size Distribution 98th St. Monitoring Well - Unit 2: 426m-452m

100 go ................... .....

80 70 .... . ~. .__________ ......

- "

60 50

40

30 20

10 n

-

_"

- -

-

~ " .~

- " ._ .... ........

c 0 ~ 0 0 1

........

............. - ... "" 1 7

0.001 0.01 0.1 Grain Diameter (mm)

1 IO


Unit #3: 409111-426111 (1341'-1399')

Date: 6/6/97


Sieve Grain Sieve Number Diameter Weight

@mi) (g?

4 4.75 535.1

I 10 1 2 I 524.5 20 I 0.84 I 404.3

280.6 392.3

243.7 297.9

200 0.07 238

PAN - 349.9 mm = millimeters g = grams

I

Sieve + Retained Cumulative Cumulative Percent Retained Soil Weight Retained Soil Percent Passing


525.9 I 1.4 I 1.4 1 0.93 I 99.07 I I I I I

411.9 7.6 I 9 I 6 I 94 I 297.1 16.5 25.5 17 83

425.7 33.4 58.9 39.27 60.73

280.6 36.9 95.8 63.87 36.13

320.6 I 22.7 I 118.5 I 79 I 21 254.9 I 16.9 I 135.4 90.27 I 9.73

~ 364.3 I 14.4 I 149.8 I 99.87 I - I

D-11

Hydrometer Analysis

Unit #3: 409m-426m (1341'-1399')


Hydrometer

I I Reading

(minutes)

w

11.5

30 9.5

24 5 8.5 1560

Hydrometer Teml~erature Gravity of Water at Test Corrected Water Specific Viscosity of

Water at Test Teml~erature Teml~ernture

L Reading

(-3)

('Celsius) (centimeters)

15 I 24 I 0.9973 I 0.00916 I 13.3

12 24 0.9973 0.00916 13.8 10.5 24 0.9973 0.00916 14.1

9.5 24 0.9973 0.00916 14.25

8.5 I 24 I 0.9973 I 0.00916 I 14.4 7 I 24 I 0.9973 0.00916 I 14.7

6.5 I 24 I 0.9973 I 0.00916 I 14.75 6 I 24 0.9973 0.00916 14.8

5.5 I 25 I 0.99704 I 0.00895 I 14.9 5 25 0.99704 0.00895 15

Diameter Smaller Smaller

Sample Sample)

(millimeters)

0.095 0.0674 0.0484 0.0346 72.9 0.022

0.0156 I 59 I 5.7

0.0129 48.6 I 4.7 0.0091 I 45.1 I 4.3 0.0065 41.7 I 4

0.0032 I 38.2 I 3.7 0.0013 34.7 3.3

Particle Size Distribution 98th St. Monitoring Well = Unit 3: 409m-426m


Unit #4: 393m-409m (1291'-1341')

Date: 6/12/97


I mm = millimeters

g = grams

D-14

Hydrometer Analysis

Unit #4: 393m-409m (1291’-1341’)


Elnpsed Time Water at Test Grwity of Temperature Hydrometer Hydrometer

Water Corrected Actual

Temperature Water at Test Reading Reading

Viscosity of Specific L Diameter Grain

Smaller Percent Percent

Smnller (Hydrometer (Overall

(-3) Sample) Snml)le Temperature

(minutes) (%) (“/I (millimeters) (centimeters) (poises) (“Celsius) U e cn

4 94.1 0.0693 14.5 0.00895 0.99704 25 8 11 0.5

- 100 0.0977 14.4 0.00895 0.99704 25 8.5 11.5 0.25

L


20 1- t "t - ___

A

0u0001 I I


1 10


Unit #5: 380m-393m (1246'-1291')

Date: 6/12/97


I 20 I 0.84 I 404.3 I 40 I 0.42 I 280.6

243.7

I 140 I 0.1 I 297.9 I 200 I 0.07 I 238

PAN I - I 349.9

Retained Soil Weight Retained Soil Percent Soil Weight Weight Retained

Sieve + Retained Cumulative Cumulative

528.8 1 4.3 I 17.6 I 8.8 I I I

413 I 8.7 I 26.3 I 13.15

302.5 21.9 48.2 24.1 451.3 59 107.2 53.6 295.2 51.5 158.7 79.35 317 19.1 177.8 88.9

248.5 10.5 188.3 94.15 360.7 1 10.8 I 199.1 I 99.55

Percent Passing -1 + 93.35

=-I 86.85 75.9 I 46.4 I I ~1 20.65


D-17

Hydrometer Analysis

Unit #5: 380m-393m (1246'-1291')


Reading Water at Tes:

I I ('Celsius) I I

11.5 I 25 I 0.99704

11 I 25 I 0.99704

9.5 I 25 I 0.99704

8 I 25 0.99704

8.5 I 25 I 0.99704

6 I 25 I 0.99704

0.00895 I 13.9 I 0.096 I I

0.00895 I 14 0.0681

~~~~ ~

0.00895 I 14.25 I 0.0486 I I

0.00895 I 14.5 I 0.0347

0.00895 I 14.6 I 0.022

~ Percent Smaller

Percent Smaller

(Hydrometer (Overall Sample Sample)

("/I ("/)

100 I - 100 -

17 I 8.5 5.5 25 0.99704 0.00895 14.9 0.01 13 50.9 2.8

30 7.5 4.5 25 0.99704 0.00895 15.1 0.0091 41.7 2.3


0~0001 0.001 0.01 0.1 Grain Diameter (mm)

1


Unit #6: 328m-380m (1076'-1246')

Date: 6/16/97


Sieve Retained Sieve + ~ ~ Sieve Grain Number Soil Weight Retained Weight Diameter

Soil Weight

(mml)

0 536.2 536.2 4.75 4 (g) (s) (d

I 10 I 2 I 499.5 I 500.4 I 0.9

I 20 I 0.84 I 304.1 I 311.3 I 7.2 40 I 0.42 1 391.8 1 415.3 I 23.5 60 I 0.25 I 403.3 I 467.2 I 63.9 100 I 0.15 I 465 I 534.9 I 69.9

I 140 I 0.1 I 242.3 I 261.2 I 18.9 200 I 0.07 I 358.9 I 366.2 I 7.3

PAN I - I 370.2 378.8 8.6 I mm = millimeters

g = grams 2

Weight Retained Passing

0 1 0 I 100 0.9 I 0.45 99.55

8.1 I 4.05 I 95.95 I I

31.6 I 15.8 84.2 ~~ ~

95.5 I 47.75 I 52.25 165.4 I 82.7 17.3

~~ ~~~~

184.3 I 92.15 I 7.85 191.6 I 95.8 I 4.2 200.2 100.1 -

D-20

Hydrometer Analysis

Unit #6: 328111-380111 (1076'-1246')


Elaltsetl Time L Water at Test Gravity of Temperature Hydrometer Hydrometer Actual

Smaller (Overall (Hydrometer Temlteruture Water at Test Reading Reading

Percent Smaller Diameter Percent Grain Viscosity of Sltecific Water Corrected

(-3) Sample) Sample Temperature

(minutes) ("/) (%) (millimeters) (centimeters) (poises) ('Celsius)

0.25

- 100 0.0689 14.3 0.00895 0.99704 25 9 12 0.5 - 100 0.097 14.2 0.00895 0.99704 25 10 13

Particle Size Distribution 98th St. Monitoring Well = Unit 6: 328m-380m

100

90 80

70

60

50

40

30 20

10

0 ~ 0 0 1 0.001 0.01 0.1 1 10 Grain Diameter (mm)


Unit #7: 310m-328m (1017'-1076')

Date: 6/16/97


Sieve Passing

Retained Weight Soil Weight Percent Retained Soil Soil Weight Retained Weight Diameter Number

Percent Cumulative Cumulative Retained Sieve + Sieve Grain

(mm') (%) ( O h ) (g) (g) (8) (!33

4 97.99 2.01 3.9 3.9 539 535.1 4.75

I 10 2 1 524.5 I 533.1 I 8.6 I 12.5 I 6.45 ~~ ~~

93.55

I 60 I 0.25 I 392.3 I 425.3 I 33 I 77.7 I 40.09 I 59.91 I 100 I 0.15 I 243.7 I 302.7 I 59 I 136.7 I 70.54 I 29.46

~~ ~~~

140 I 0.1 297.9 325.1 I 27.2 163.9 84.57 I 15.43 200 I 0.07 I 238 I 256 I 18 I 181.9 I 93.86 I 6.14

PAN I - 349.9 361.8 11.9 193.8 100 I - I mm = millimeters

g = grams

D-23

Hydrometer Analysis

Unit #7: 310111-328m (1017'-1076')

Date: 6/17/97 Sample Weight for Hydrometer Analysis = 11.9 grams Overall Sample Weight = 193.8 grams Hydrometer Type = 152H

25 I 0.99704 I 0.00895 I 14.7 58.8

25 I 0.99704 I 0.00895 1 14.7 I 0.0127 I 58.8 2.6 I 2.6

Particle Size Distribution 98th St. Monitoring Well - Unit 7: 3lOm-328m

0 ~ 0 0 1 0.001 0.01 0.1 Grain Diameter (mm)

I 10

L


Unit #8: 240m-310m (786'-1017')

Date: 6/18/97


Sieve

Retained Passing

Weight Soil Weight Percent Retained Soil Soil Weight Retained Weight Diameter Number

Percent Cumulative Cumulative Retained Sieve + Sieve Grain

140

- 100 200 10.5 380.7 370.2 - PAN 5.25 94.75 189.5 6.3 365.2 358.9 0.07 200 8.4 91.6 183.2 14.5 256.8 242.3 0.1


D-26

Hydrometer Analysis

Unit #8: 240m-310m (786'-1017')

Date: 6/19/97 Sample Weight for Hydrometer Analysis = 1 0 5 grams Overall Sample Weight = 200 grams Hydrometer Type = 152H

Particle Size Distribution 98th St. Monitoring Well - Unit 8: 240m-3lOm


Unit #9: 229m-240m (751'-786')

Date: 6/18/97


100

- 100 175 15.9 365.8 349.9 - PAN 9.09 90.91 159.1 9.7 247.7 238 0.07 200 14.63 85.37 149.4 15.4 313.3 297.9 0.1 140 23.43 76.57 134 27.3 27 1 243.7 0.15

- I mm = millimeters

g = grams

D-29

Hydrometer Analysis

Unit #9: 229m-240m (751'-786')


Elapsed Time Grain Viscosity of Specific Water Corrected Actual Percent

(Overall (Hydrometer Smaller Smaller Diameter L Water at Test Gravity of Teml~erature Hydrometer Hydrometer Percent

Reading Reading Teml~ernture Water at Test (-3) Sample) Sample Temllerature

(minutes)

8 88.1 0.0661 13.5 0.00875 0.99678 26 14 17 0.5 - I O 0 0.0925 13.2 0.00875 0.99678 26 16 19 0.25

(oh) ("/I (millimeters) (centimeters) (poises) (OCelsins)


100 go . . . . . . . . . . . . . . . . . . "~ . ""I_" .... _" .. ... -

0u0001 0.001 0.01 0.1 Grain Diameter (mm)

I


Unit #lo: 216m-229m (710'-751')

Date: 6/25/97



D-3 2

Hydrometer Analysis

Unit #lo: 216m-229m (710'-751')


Hydrometer Reading

(minutes)

Corrected

Reading

('Celsius)

11 I 26

I I

0.99678 0.00875 I 13.1 0.99678 I 0.00875 I 13.5 0.99678 0.00875 0.99678 0.00875 0.99678 0.00875

0.99678 0.00875 0.99678 0.00875 14.25 0.99678 0.00875

Diameter Smaller Smaller

Sample Sample)

(millimeters) ('Yo)

I I

0.0652 I 75.3 I 8.9 0.0468 I 63.9 I 7.5

I I

0.0334 54.8 I 6.5 0.0213 I 50.2 I 5.9

I I

0.0151 I 47.9 I 5.6 I I

0.0124 45.7 I 5.4 0,0088 0.0062

L

Particle Size Distribution 98th St. Monitoring Well - Unit I O : 216m-229m

100 - 90

-

n -

- 10

- 20

- 30

- 40

- 50

- 60

70

- 80


1


Unit #11: 190m-216m (624'-710')

Date: 6/25/97


Sieve Grain Sieve Sieve + Retained Number Diameter Weight Retained Soil Weight

Soil Weight

4

24.8 305.4 280.6 0.42 40

32.7 43 7 404.3 0.84 20

23.1 547.6 524.5 2 10 4.1 539.2 535.1 4.75

60 I 0.25 I 392.3 I 426.8 I 34.5 100 I 0.15 1 243.7 I 277.1 I 33.4 140 I 0.1 I 297.9 I 314.7 I 16.8 200 0.07 I 238 I 252.6 I 14.6

PAN I - I 349.9 I 365.4 I 15.5 1 mm = millimeters

g = grams

Weight Retained Passing

4.1 I 2.05 I 97.95 21.2 13.6 I 86.4

59.9 I 29.95 I 70.05 84.7 I 42.35 I 57.65 I 119.2 I 59.6 I 40.4 152.6 I 76.3 1 23.7 I 169.4 15.3

199.5 I 99.15 I - I

D-3 5

Hydrometer Analysis

Unit #11: 190111-216111 (624'-710')


Particle Size Distribution 98th St. Monitoring Well - Unit 11: 19Om-216m

100

90 80

70

60

50

40

30 20

IO

0~0001 0.001 0.01 0.1 I 10 Grain Diameter (mm)


Unit #12: 163m-190m (535'-624')

Date: 6/27/97


100

- 99.55 199.1 27.5 397.7 370.2 - PAN 14.2 85.8 171.6 13.5 372.4 358.9 0.07 200

20.95 79.05 158.1 22.1 264.4 242.3 0.1 140

32 68 136 38.7 503.7 465 0.15


D-3 8

Hydrometer Analysis

Unit #12: 163rn-l90m(535'-624')


Elapsed Time Actual Corrected Water Specific Viscosity of Grain Percent Diameter Smaller Smaller

Percent

Reading Reading Water at Test Temperature (Hydrometer (Overall Hydrometer Hydrometer Temperature Gravity of Water at Test L

(-3) Teml~erature Sample Sample)

(minutes) ('Celsius) (poises) (centimeters) (millimeters) ("h) (%) U L, \o 0.25 29 26 26 0.99678 0.00875 11.5 0.0863 100 -

0.5 27 24 26 0.99678 0.00875 11.9 0.0621 87.3 12

U b 0


100

90

80

70

60 50

40

30

20

10

r

" I

" -I _"

I I


1 10


Unit #13: 141m-163m (464'-535')

Date: 6/27/97


r Sieve Number

Soil Weight

535.1 535.6 524.5 529.4 4.9

0.84 I 404.3 I 417.9 I 13.6 ~~

0.42 I 280.6 I 296.3 I 15.7

0.25 I 392.3 I 426.9 34.6 0.15 I 243.7 I 289.7 I 46

I

0.1 I 297.9 I 324.5 26.6 0.07 I 238 I 261.6 I 23.6

- I 349.9 I 384.5 I 34.6

g = grams

Weight Retained

5.4 I 2.7 I 97.3 19 9.5 I 90.5

34.7 I 17.35 I 82.65 69.3 I 34.65 I 65.35 115.3 I 57.65 I 42.35

141.9 I 70.95 I 29.05 165.5 I 82.75 I 17.25 200.1 I 100.05 I -

D-4 1

N

a P

Particle Size Distribution 98th St. Monitoring Well - Unit 13: 14lm-163m

100 I T

" - r 0u0001 0.001 0.01 0.1

Grain Diameter (mm) 1 10


Unit #14: 134m-141m (441'-464')

Date: 6130197



D-44

Hydrometer Analysis

Unit #14: 134m-141m (441'-464')


Elnpsed Time Viscosity of Specific Water Corrected Actual Hydrometer Water at Test Gravity of Temperature Hydrometer L Diameter

Grain

(Overall (Hydrometer Teml~erature Water at Test Smaller Smaller Percent Percent

Temperature Sample Sample) Reading Reading

(-3)

(minutes) W ) (millimeters) (centimeters) (~toises) ('Celsius)

0.25

I 1 98.2 0.0674 14 0.00875 0.99678 26 11 14 0.5

- 100 0.0946 13.8 0.00875 0.99678 26 12 15

1 13 10 26 0 9 9 I

Particle Size Distribution 98th St. Monitoring Well - Unit 14: 134m-14lm

100

90

80

70

60

50

40

30 20

IO I --"---. " "

I I

I

I

0:oOol 0.001 0.01 0.1 Grain Diameter (mm)

1 IO


Unit #15: 102m-134m (336'-441')

Date: 6130197


Sieve Grain Number Diameter

4 I 4.75 10 2

40 0.42

100 0.15 140 I 0.1 200 0.07


D-47

Hydrometer Analysis

Unit #15: 102m-134111 (336'-441')


E1al)sed Time Actual Corrected Water Hydrometer Hydrometer Temperature

b 0.25 22 00 I I 19 I 26 I 0.5 I 20 I 17 I 26

I I I

I I 15 I 12 I 26

2 I 13 I I O I 26

5 11.5 8.5 26

15 I 10 I 7 I 26 30 10 7 26

Specific

Temperature Water at Test Smaller

Pereent Percent Grain Diameter L Water at Test Gravity of

Viscosity of Smaller

(Hydrometer (Overall Tem])erature Sample Sample)

!

(poises) (%,) ("/I (millimeters) (centimeters)

0.99678 - 100 0.0907 12.7 0.00875 I I

0.99678 0.00875 13 0.0649 90.4 I 8.5

0.99678 I 0.00875 I 13.8 I 0~0473 I 63 8 I h . I I I

0.99678 I 0.00875 I 14.2 I 0.0339 I 53.2 I 5 ~.~ ~~~ .. . .

0.99678

3.5 37.2 0.0089 14.7 0.00875 0.99678 3.5 37.2 0.0126 14.7 0.00875 0.99678

4 42.6 0.0153 14.5 0.00875 0.99678 4.3 45.2 0.0216 14.4 0.00875


0 yo00 1 0.001 0.01 0. I Grain Diameter (mm)

1 IO


Unit #16: 72m-102m (237'-336')

Date: 7/1/97


Sieve Passing

Retained Weight Soil Weight

Percent Cumulative Cumulative Retained Sieve + Percent Retained Soil Soil Weight Retained Weight Diameter Number

Sieve Grain

(mm') 100 0 0 0 536.2 536.2 4.75 4 ("/) ( Y O ) (g) ($9 (g) (g')

10 I 2 I 499.5 I 502.5 I 3 I 3 I 1.5 98.5

I 20 I 0.84 I 304.1 I 320.4 I 16.3 I 19.3 I 9.65 I 90.35 I I

40 0.42 I 391.8 I 412.7 I 20.9 I 40.2 I 20.1 79.9 I 60 1 0.25 I 403.3 I 441.7 I 38.4 I 78.6 I 39.3 I 60.7

I I I I I I

100 I 0.15 I 465 I 529.7 I 64.7 143.3 I 71.65 28.35 140

- 99.65 199.3 17.8 388 370.2 - PAN 9.25 90.75 181.5 13.5 372.4 358.9 0.07 200 16 84 168 24.7 267 242.3 0.1

1 mm = millimeters g = grams

D-50

Hydrometer Analysis

Unit #16: 72m-102m (237'-336')

Date: 7/10/97 Sample Weight for Hydrometer Analysis = 17.8 grams Overall Sample Weight = 200 grams

, Hydrometer Type = 1 S2H


100

90

80 70

60

50

40

30 20

10

. . . . . .... 1 .~

" " " "_

1

T ...

"

. . . . . .

.

.- .....

0I"oOOl

+-I- ...... ". ........ ."

" .

I


1 10


Unit #17: 56m-72m (183'-237')

Date: 7/7/97


Number Sieve

100

140 200

PAN I

-

"

"

"

"

-. -. "

"

-. d.

mm = millimeters

Grain Sieve Diameter Weight Retained Soil Weight Retained Soil Percent

Sieve + Retained Cumulative Cumulative Percent

Soil Weight Weight Retained Passing

4.75 I 535.1 I 535.5 I 0.4 I 0.4 I 0.2 I 99.8 2 I 524.5 I 529.7 I 5.2 5.6 2.8 I 97.2

0.84 I 404.3 I 415.3 I 11 16.6 I 8.3 I 91.7

0.42 I 280.6 I 298.2 I 17.6 I 34.2 I 17.1 I 82.9 I 0.25 I 392.3 I 440.6 I 48.3 I 82.5 I 41.25 I 58.75 0.15 I 243.7 I 302.3 I 58.6 I 141.1 70.55 I 29.45 0.1 I 297.9 I 325.1 I 27.2 I 168.3 I 84.15 I 15.85

0.07 I 238 254.5 16.5 184.8 92.4 I 7.6 - I 349.9 I 365.4 I 15.5 I 200.3 I 100.15 I I -

g = grams

D-53

Hydrometer Analysis

Unit #17: 56m-72m (183'- 237')


El~~psctl Time

Sample) Sample Tem~~erature

Smaller (Overall (Hydrometer Temperature Water at Test Reading Reading

Percent Smaller Percent

Diameter L Water at Test Gravity of Temperature Hydrometer Hydrometer Grain Viscosity of Specific Water Corrected Actual

(-3)

(minutes) (%) (millimeters) (centimeters) (poises) (OCelsius) (%)

0.25

7.5 96.8 0.0656 13.3 0.00875 0.99678 26 15 18 0.5 - 100 0.0925 13.2 0.00875 0.99678 26 16 19

1 15


Grain Diameter (mm)


Unit #18: 30m-56m (97'-183')

Date: 7/10/97


Number Sieve

4

10 20 40 60

100

140 200

PAN

Grain Sieve

Passing Sieve + Retained Cumulative Cumulative Percent

Diameter Weight Retained Soil Weight Retained Soil Percent Soil Weight Weight Retained

mm = millimeters g = grams

D-56

Hydrometer Analysis

Unit #18: 30m-56m (97'-183')


2

2.3 26.3 0.0089 15.1 0.00855 0.99651 27 4.5 7.5 30 2.5 29.2 0.0126 15 0.00855 0.9965 1 27 5 8 15 2.8 32.2 0.01 54 14.9 0.00855 0.99651 27 5.5 8.5 10 3 35. I 0.0216 14.8 0.00855 0.99651 27 6 9 5

3.5 40.9 0.034 I 14.7 0.00855 0.9965 1 27 7 I O


100

90 80

70

60

50

40

30 20

10 n

......

. "

." "

.....

. ~

"

."

I le 0u0001 0.001 0.01 0.1

.. . . . . . . . ....

." .. . . ~" ........ r 1 10

Grain Diameter (mm)


Unit #19: 24m-30m (80'-97')

Date: 7/10/97


4 4.75 535.1 10 2 524.5 20 0.84 404.3 40 0.42 280.6 60 0.25 392.3 100 0.15 243.7 140 0.1 297.9 200 0.07 23 8

PAN I - I 349.9 mm = millimeters g = grams

I

Sieve + Retained Cumulative Cumulative Percent Retained Soil Weight Retained Soil Percent Passing


300.2 19.6 29.6 14.8 85.2 445.3 53 82.6 41.3 58.7 307.4 63.7 146.3 73.15 26.85 323.5 25.6 171.9 85.95 14.05 255.5 17.5 189.4 94.7 5.3 360.6 10.7 200.1 100.05 -

D-59

Hydrometer Analysis

Unit #19: 24m-30m (80'-97')


Corrected

Reading

(minutes)

1- 10

2 I 9 I 6

5 8.5 5.5

15 I 8 I 5

30 7.5 4.5

Water Specific Viscosity of Temperature Gravity of Water at Test L Grain Percent

Diameter Percent

Water at Test Temperature Smaller Smaller

(Hydrometer (Overall Temperature Sample Sample)

('Celsius) (poises) (Centimeters) (millimeters) ("/) ( O h )

I I I I I I 27 0.9965 1 0.00855 14 0.0942 100 - 27 . I 0.99651 0.00855 14.2 I 0.067 I 93.5 I 5 27 I 0.99651 I 0,00855 I 14.7 I 0.0482 I 65.4 3.5

I I I I I

27 I 0.99651 I 0.00855 14.8 0.0342 56 I 3

~ ~~

27 I 0.99651 I 0.00855 I 14.9 I 0.0217 I 51~4 I 2~X

I I I I I

27 0.99651 I 0.00855 15 I 0.0126 I 46.7 I 2.5

27 I 0.99651 I 0,00855 I 15.1 I 0.0089 I 42.1 I 2.3


n I LL

~.~

" ............... " ."

. . . . . . . . . . .

"~

- - . . . . . ...

. - . - ............. - " ...... - .... - . . I~ lt " "" ""

Y I

1 10 0:oOol 0.001 0.01 0.1 Grain Diameter (mm)


Unit #21: 6m-18m (19'-60')

Date: 7/14/97


I mm = millimeters

g = grams

Hydrometer Analysis

Unit #21: 6m-18m (19'-60')


Elapsed Time Actual

(Overall (Hydrometer Smaller Smaller Diameter Percent Percent Grain Viscosity of Specific Water Corrected

Hydrometer Temperature Water at Test Reading Reading Water at Test Gravity of Temperature Hydrometer L

(-3) Sample) Sample Tempernture

(minutes)

5 88.5 0.067 14.2 0.00855 0.9965 1 27 10 13 0.5 - too 0.0942 14 0.00855 0.99651 27 1 1 14 0.25

("/I ("/I (millimeters) (centimeters) (11oises) (OCelsius) in Ir.)


100

90

80

70

60

50

40

30

20

10

O L 0.0001 0.001 0.01 0.1 1 10

Grain Diameter (mm)

Documents

Consolidation Test Results, Triaxial Permeability Values ... · Consolidation Test Results, Triaxial Permeability Values, and ... Section A - Monitoring Well Location and Abbreviations